CN114722578B - Tunnel earth surface subsidence calculation method - Google Patents
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Abstract
The invention discloses a tunnel earth surface subsidence calculation method. The calculation accuracy of the existing tunnel surface settlement is not high, the calculation is complex, and the construction progress of tunnel excavation is affected. The invention decomposes the deformation of the tunnel section into 4 parts of uniform convergence, vertical displacement, horizontal displacement and irregular ovalization of the section, thus the parameterized tunnel section uniform convergence model is established, the deformation generated by the tunnel section can be accurately expressed, and the deformation is introduced into a three-dimensional mirror image method, thus establishing a surface subsidence calculation method capable of considering the irregular deformation of the section. The method has the advantages that the meaning of each calculation parameter is more clear, the application is simpler and more convenient, and the method can provide reference for the prediction of the ground surface settlement caused by tunnel excavation under the complex stratum condition; the reliability of the calculated result is high, and the deviation between the calculated result and the engineering actual measurement result is small.
Description
Technical Field
The invention belongs to the technical field of shallow tunnel earth surface subsidence prediction, and particularly relates to a tunnel earth surface subsidence calculation method.
Background
During tunnel excavation construction, deformation and displacement of the stratum are inevitably caused due to stratum loss and influence of construction disturbance on the stratum. Formation deformation induced by tunnel construction is mainly represented by subsidence of the earth's surface, and uneven earth's surface subsidence is a main cause of inclination and cracking of earth's surface buildings. Therefore, reasonably and accurately predicting the earth surface subsidence caused by tunnel excavation, and providing corresponding control standards for construction by the earth surface subsidence is the focus of current underground space engineering field research.
There are generally empirical methods, numerical simulation methods and analytical methods for studying the subsidence of the earth's surface caused by tunnel excavation. Empirical methods lack general applicability because of certain unique constraints, including their applicability to formation properties, tunnel geometry, and construction sequences, which make them useful only for certain specific projects. The numerical simulation method can consider coupling effects of factors such as foundation conditions, excavation section shapes and the like, but under a complex stress state, the accuracy of the constitutive model is limited. The analysis method based on strict mathematical derivation can quantitatively consider the influence of geological parameters and geometric parameters, and is a practical method for predicting the earth surface subsidence caused by tunnel construction.
The mirror image method is widely applied to predicting the ground surface subsidence problem caused by tunnel excavation. In 1987, sagaseta first proposed the concept of mirror image method, and Sagaseta combines elastic mechanics with virtual mirror image technology in fluid mechanics to derive a calculation formula of earth surface subsidence caused by tunnel excavation. Verruijt, booker and the like are combined with the ovalization deformation solution of the tunnel section on the basis of the research of Sagaseta, so that the analysis solution of the earth surface subsidence caused by tunnel excavation of the stratum under the condition of any Poisson ratio is obtained. Chinese scholars Jiang Xinliang and Lu Hailin adopt a numerical integration method to obtain the three-dimensional analysis type surface subsidence caused by tunnel excavation under the non-uniform boundary condition. Wu Changsheng on the basis of the theory of the mirror image method, the influences of the dead weight of the soil body, the excavation unloading effect and the buoyancy are considered, and a unified calculation formula of the earth surface subsidence caused by tunnel excavation is provided. The above research results are verified and applied in practical engineering and research.
When the mirror image method is adopted to predict the earth surface subsidence caused by tunnel excavation, the integral area is only required to be determined according to the convergence deformation mode of the tunnel section and is brought into a formula for calculation, and the engineering application is simple and convenient. The deformation mode of the tunnel section in the tunnel excavation construction process has great influence on the surface displacement. In early work, the convergent deformation modes of tunnels can be summarized as 4: sagaseta et al consider that the stratum loss generated after the tunnel is excavated is uniformly distributed along the excavation boundary; the K.M.Lee et al thinks that even shrinkage can be generated due to stratum loss after the tunnel is excavated, and meanwhile, the tunnel can sink under the action of gravity, so that a tunnel convergence model with two circles of an excavated section and an initial section tangential to each other, namely a single-gap mode, is provided; the biganathan et al believe that the tunnel is displaced downwards under the action of gravity, but the two circles of the initial section and the section after excavation may not be tangential, thereby improving the single gap mode and providing a double gap mode; zhang Zhiguo et al comprehensively consider the convergence, ovalization deformation and downward displacement of the section, and propose a non-uniform convergence pattern.
The existing tunnel section convergence mode is mainly formed by superposing the following three basic deformation modes: (1) uniform convergent deformation due to formation loss; (2) movement of the tunnel section in a vertical direction; and (3) elliptical deformation of the tunnel section vertically or horizontally. In practical engineering, only the three basic deformation modes are applied, so that the deformation of the tunnel section under some special stratum conditions, such as a ground slope, a tunnel under a bias load, the influence of adjacent existing tunnels and the like, can not be accurately expressed, and soil around the tunnel can generate uneven acting force on the tunnel due to the influence of the unevenness of the stratum and the uneven load, so that the tunnel generates irregular displacement and deformation, the calculation accuracy of the subsidence quantity of the tunnel surface is low, and the construction progress of tunnel excavation is seriously influenced. Lu et al describe irregular deformation of a section by using fourier series, but in the application process, the physical meaning expressed by each calculation parameter is not clear, and although various tunnel section convergence deformation modes can be described, application is complicated.
Disclosure of Invention
In order to make up for the defects of the prior art, the invention provides the tunnel earth surface subsidence calculation method which can accurately express the deformation generated by the tunnel section, improve the calculation precision of the tunnel earth surface subsidence amount and has simpler calculation mode.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
a tunnel earth surface subsidence calculation method comprises the following steps:
step one: obtaining the tunnel excavation length l through the tunnel engineering progress;
Step two: the stratum loss g 0 of the tunnel, the displacement g 1 of the tunnel section along the vertical direction, the displacement g 2 of the tunnel section along the horizontal direction, the length g 3 of the major axis of the circular tunnel, which is increased compared with the radius of the original tunnel after elliptical deformation, and the acute angle theta formed by the elliptical long semi-axis and the horizontal line are obtained through the tunnel circumference convergence monitoring data;
step three: obtaining the coordinates (x 0,y0,z0) of the stratum loss part soil body through the tunneling distance;
step four: according to the data obtained in the first, second and third steps, the surface subsidence U (z) at the subsidence point (x 1,y1,z1) is obtained as follows:
wherein ,a1、b1、c1、d1、e1、f1、a2、b2、c2、d2、e2、f2 is the integral limit of the device, A 1＝a2＝0,b1＝b2 =l, l is the tunnel excavation length.
Specifically, the calculation method of the integral limit c 1、d1、e1、f1 is as follows:
Wherein R is the initial excavation radius of the tunnel, and h is the central burial depth of the tunnel.
Specifically, the calculation method of the integral limit c 2、d2、e2、f2 is as follows:
Wherein a=r-g 0+g3,b＝R2/(R-g0+g3), R is the initial excavation radius of the tunnel, and h is the central burial depth of the tunnel.
The invention has the beneficial effects that:
1) According to the method, convergence monitoring data of the hole periphery are directly substituted into a calculation formula, deformation of a tunnel section is accurately described, and ground surface subsidence is predicted on the basis of actual deformation; compared with the existing Lu calculation method, the method has the advantages that the meaning of each calculation parameter is more definite, the application is simpler and more convenient, and references can be provided for the prediction of the ground surface subsidence quantity caused by tunnel excavation under complex stratum conditions;
2) Compared with a classical model, when the surface subsidence caused by shallow bias tunnel excavation is calculated, the result obtained by the method is more reasonable and is closer to the actual measurement result;
3) The invention decomposes the deformation of the tunnel section into 4 parts of uniform convergence, vertical displacement, horizontal displacement and irregular ovalization of the section, the parameterized tunnel section uniform convergence model established by the method can accurately express the deformation generated by the tunnel section, the deformation is introduced into a three-dimensional mirror image method, and a ground surface subsidence calculation method capable of considering the irregular deformation of the section is established, so that the reliability of the obtained calculation result is high, and the deviation from the engineering actual measurement result is smaller.
Drawings
FIG. 1 is a unified convergence model of a section built in the present invention;
FIG. 2 is a schematic representation of the surface subsidence calculation of the present invention;
FIG. 3 is a basic condition diagram of the entrance of a tunnel in Zhejiang in the first embodiment;
FIG. 4 is a graph showing a comparison of a prediction curve and measured data of a different convergence model according to an embodiment;
FIG. 5 is an initial profile and a final profile of a tunnel section in a second embodiment;
Fig. 6 is a graph showing the comparison of the calculation result of the present invention with the actual measurement value and the calculation result of Lu in the second embodiment.
Detailed Description
The present invention will be described in detail with reference to the following embodiments.
The invention derives the earth surface subsidence prediction method based on the tunnel section unified convergence model by establishing the parameterized tunnel section unified convergence model and introducing the parameterized tunnel section unified convergence model into a mirror image method, and provides a reference for earth surface subsidence caused by tunnel excavation under complex stratum conditions.
As shown in fig. 1, the convergence deformation generated after the tunnel excavation is summarized as the following 4 parts: 1) Uniform radial convergence of the formation; 2) Structural vertical rigid body displacement; 3) Structural horizontal rigid body displacement; 4) Irregular ovalization of the structure. g 0 represents stratum loss of the tunnel, g 1 represents displacement of a tunnel section along the vertical direction, g 2 represents displacement of the tunnel section along the horizontal direction, g 3 represents length of the major axis increased compared with the radius of the original tunnel after elliptical deformation of the circular tunnel, and θ represents an acute angle formed by the elliptical long semi-axis and the horizontal line;
Of the four basic deformation modes, only 1) uniform radial convergence of the strata produces soil loss, and other factors are irregular rigid body displacement and deformation produced on the basis of 1). 2) The reasons for the vertical rigid body displacement of the structure and the horizontal rigid body displacement of the structure are mainly the buoyancy and gravity effects and the influence of uneven grouting pressure, when the tunnel section generates vertical upward displacement, g 1 <0, otherwise g 1 >0; 3) The reasons for the horizontal rigid body displacement of the structure and the irregular ovalization deformation of the structure of 4) are mainly that the influence of the non-uniformity and the non-uniform load of the stratum is considered, and the soil around the tunnel can generate non-uniform acting force on the tunnel, so that the tunnel structure can irregularly move and deform. When the tunnel section is horizontally displaced to the left, g 2 <0, otherwise g 2 >0; in conclusion, the contour line of the deformed circular tunnel section can be described by adopting the parameters g 0、g1、g2、g3 and theta.
The invention discloses a tunnel earth surface subsidence calculation method, which specifically comprises the following steps:
step one: obtaining the tunnel excavation length l through the tunnel engineering progress;
Step two: the stratum loss g 0 of the tunnel, the displacement g 1 of the tunnel section along the vertical direction, the displacement g 2 of the tunnel section along the horizontal direction, the length g 3 of the major axis of the circular tunnel, which is increased compared with the radius of the original tunnel after elliptical deformation, and the acute angle theta formed by the elliptical long semi-axis and the horizontal line are obtained through the tunnel circumference convergence monitoring data;
step three: obtaining the coordinates (x 0,y0,z0) of the stratum loss part soil body through the tunneling distance;
Step four: obtaining a calculation formula (1) of the surface subsidence U (z) according to FIG. 2, substituting the data obtained in the first, second and third steps into the formula (1) to obtain the surface subsidence U (z) at a subsidence point (x 1,y1,z1);
wherein ,a1、b1、c1、d1、e1、f1、a2、b2、c2、d2、e2、f2 is the integral limit of the device, A 1＝a2＝0,b1＝b2 =l, l is the tunnel excavation length.
1) C 1、d1、e1、f1 calculation
Through the boundary equation of the initial section of the tunnel:
y2+(z-h)2＝R2 (2)
The integration limits c 1、d1、e1、f1 are obtained as Wherein R is the initial excavation radius of the tunnel, and h is the central burial depth of the tunnel.
2) C 2、d2、e2、f2 calculation
Tunnel boundary equation after excavation is completed:
The integration limits c 2、d2、e2、f2 are obtained as:
wherein a=r-g 0+g3,b＝R2/(R-g0+g3). R is the initial excavation radius of the tunnel, and h is the central burial depth of the tunnel. Substituting the calculated data into the formula (1) to obtain the surface subsidence U (z) at the subsidence point (x 1,y1,z1).
Embodiment one:
taking a tunnel engineering in Zhejiang river as an example, the entrance and exit holes of the tunnel are all positioned on hilly slopes, as shown in fig. 3, for convenience in calculation, the section is simplified into a circular section with a radius of 6.2575m according to the principle of equal area, the burial depth of the monitored section is 10m, the stratum loss rate is 0.7%, and the gradient is 35 degrees. When the method is applied to calculate the earth surface subsidence, firstly, the deformation mode of the section convergence model is determined, in the embodiment, the actual measurement subsidence value of the earth surface point is selected to carry out inversion calculation, and the calculation parameters of the section deformation are determined; the specific values of the parameters are as follows: g 0＝21.94mm,g1＝-51mm,g2＝19mm,g3 =10 mm, θ=60°;
The calculation results of the two models are shown in fig. 4, and it can be seen that the measured value and the maximum value obtained by the model are both deviated towards the deep buried side, while the sedimentation maximum value obtained by the traditional ovalization model is located right above the central line of the tunnel; as can be seen from the measured values, when the distances from the central line of the tunnel are the same, the subsidence of the deeply buried earth surface is larger at the shallow buried side, and the calculation result of the traditional elliptical model is just opposite to the calculation result, so that the larger subsidence position is on the shallow buried side. By comparing the measured value with the calculated result, compared with the classical model, the method has the advantages that the result obtained by the method is more reasonable and is closer to the actual measurement result when the surface subsidence caused by shallow bias tunnel excavation is calculated.
Embodiment two:
In the embodiment, the tunnel excavation radius is 2.925m, the tunnel center point burial depth is 13.8m, and the stratum loss rate is 0.45%;
In the embodiment, the actual measurement sedimentation value of the earth surface point is selected for inversion calculation, and the calculation parameters of the section deformation are determined. The specific values of the parameters are as follows: g 0＝6.59mm,g1＝5.2mm,g2＝6mm,g3 =6 mm, θ=7°.
Since the topography of the tunnel is uneven and the acting force generated on the tunnel is uneven, the tunnel section is irregularly deformed, and the profile after the deformation of the tunnel is obtained by multiplying each coefficient by 20 in order to clearly display the profile after the deformation of the tunnel, as shown in fig. 5. As can be seen from fig. 5, the profile after deformation of the tunnel, which is reversely analyzed by the present invention, is more consistent with the result obtained by Lu.
The surface subsidence curve obtained by applying the method of the present invention is shown in fig. 6. It can be seen that the calculation result obtained by the method of the invention is better matched with the actual measurement value and the calculation result of Lu. In practical engineering application, when the Lu calculation method is adopted to calculate the earth surface subsidence, the value of each calculation parameter and the convergence profile of the hole periphery are determined by adopting a coefficient method to be determined according to the existing earth surface subsidence monitoring data, and when the method is adopted, the convergence monitoring data of the hole periphery can be directly substituted into a calculation formula to accurately describe the deformation of the tunnel section, and the earth surface subsidence is predicted on the basis of the actual deformation. Compared with the Lu calculation method, the method has the advantages that the meaning of each calculation parameter is more definite, and the application is simpler and more convenient.
The content of the invention is not limited to the examples listed, and any equivalent transformation to the technical solution of the invention that a person skilled in the art can take on by reading the description of the invention is covered by the claims of the invention.
Claims (1)
1. A tunnel earth surface subsidence calculation method is characterized in that: the method comprises the following steps:
step one: obtaining the tunnel excavation length l through the tunnel engineering progress;
Step two: the stratum loss g 0 of the tunnel, the displacement g 1 of the tunnel section along the vertical direction, the displacement g 2 of the tunnel section along the horizontal direction, the length g 3 of the major axis of the circular tunnel, which is increased compared with the radius of the original tunnel after elliptical deformation, and the acute angle theta formed by the elliptical long semi-axis and the horizontal line are obtained through the tunnel circumference convergence monitoring data;
step three: obtaining the coordinates (x 0,y0,z0) of the stratum loss part soil body through the tunneling distance;
step four: according to the data obtained in the first, second and third steps, the surface subsidence U (z) at the subsidence point (x 1,y1,z1) is obtained as follows:
wherein ,a1、b1、c1、d1、e1、f1、a2、b2、c2、d2、e2、f2 is the integral limit of the device, A 1＝a2＝0,b1＝b2 =l, l is the tunnel excavation length;
The calculation method of the integral limit c 1、d1、e1、f1 is as follows:
Wherein R is the initial excavation radius of the tunnel, and h is the central burial depth of the tunnel;
the calculation method of the integral limit c 2、d2、e2、f2 is as follows:
Wherein a=r-g 0+g3,b＝R2/(R-g0+g3), R is the initial excavation radius of the tunnel, and h is the central burial depth of the tunnel.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002047880A (en) * | 2000-08-03 | 2002-02-15 | Okumura Corp | Method of estimating displacement of facing peripheral part of tunnel, and method of determining prelining member |
| CN106934251A (en) * | 2017-04-25 | 2017-07-07 | 浙江大学城市学院 | A kind of calculation of ground surface settlement method in class rectangle shield tunnel construction |
| CN107742032A (en) * | 2017-10-24 | 2018-02-27 | 浙江大学城市学院 | One kind is directed to soil deformation computational methods caused by the suction/discharge type shield tunneling of ground under shallow earthing operating mode |
| CN110159346A (en) * | 2019-05-13 | 2019-08-23 | 辽宁工程技术大学 | Class rectangle tunnel Displacement forecast method based on non-uniform convergence mode |
| CN111914423A (en) * | 2020-08-05 | 2020-11-10 | 浙大城市学院 | Method for calculating soil displacement caused by shield construction in stratum containing cavity |
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002047880A (en) * | 2000-08-03 | 2002-02-15 | Okumura Corp | Method of estimating displacement of facing peripheral part of tunnel, and method of determining prelining member |
| CN106934251A (en) * | 2017-04-25 | 2017-07-07 | 浙江大学城市学院 | A kind of calculation of ground surface settlement method in class rectangle shield tunnel construction |
| CN107742032A (en) * | 2017-10-24 | 2018-02-27 | 浙江大学城市学院 | One kind is directed to soil deformation computational methods caused by the suction/discharge type shield tunneling of ground under shallow earthing operating mode |
| CN110159346A (en) * | 2019-05-13 | 2019-08-23 | 辽宁工程技术大学 | Class rectangle tunnel Displacement forecast method based on non-uniform convergence mode |
| CN111914423A (en) * | 2020-08-05 | 2020-11-10 | 浙大城市学院 | Method for calculating soil displacement caused by shield construction in stratum containing cavity |
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